Factor that multiplies the characteristic value of concrete tensile strength from its age in days for normal hardening concrete (table 30.4.c EHE)
'''
x= [-1.0,0.0,3.0,7.0,28.0,90,360,361]
y= [0.0,0.0,0.4,0.7,1.0,1.05,1.10,1.10]
factorRTensionJDaysNormal= scipy.interpolate.interp1d(x,y)
# ************* Reinforcing steel. ********************
# Maximum strain (0.08 para B400S y 0.05 para B500S)
#
# steelName: Name identifying the material.
# fyk: Characteristic value of the yield strength.
# emax: maximum strain in tension
# gammaS: Partial factor for material.
# k: fmaxk/fyk ratio
B400S= concrete_base.ReinforcingSteel(steelName="B400S", fyk=400e6, emax=0.08,gammaS=1.15)
B500S= concrete_base.ReinforcingSteel(steelName="B500S", fyk=500e6, emax=0.05,gammaS=1.15)
steelOfName={"B400S":B400S,"B500S":B500S}
# Bar areas in square meters.
Fi6=0.28e-4
Fi8=0.50e-4
Fi10=0.79e-4
Fi12=1.13e-4
Fi14=1.54e-4
Fi16=2.01e-4
Fi20=3.14e-4
Fi25=4.91e-4
Fi32=8.04e-4
Fi40=12.56e-4
Ec_exp = 10 * 1e9
fy_exp = 526e6
Es_exp = 197 * 1e9
As_calc = ro_exp * width * depth #reinforcement area in the cross-section
feProblem = xc.FEProblem()
preprocessor = feProblem.getPreprocessor
# Materials definition
concrAux = EHE_materials.HA25 #parameters only for the compression branch
#Reinforcing steel.
rfSteel = concrete_base.ReinforcingSteel(steelName='rfSteel',
fyk=fy_exp,
emax=0.08,
gammaS=1.15,
k=1.05)
rfSteel.Es = Es_exp
steelDiagram = rfSteel.defDiagK(
preprocessor) #Definition of steel stress-strain diagram in XC.
#Parameters for tension stiffening of concrete
paramTS = concrete_base.paramTensStiffness(concrMat=concrAux,
reinfMat=rfSteel,
reinfRatio=ro_exp,
diagType='K')
paramTS.E_c = Ec_exp #concrete elastic modulus
paramTS.f_ct = fct_exp #concrete tensile strength
paramTS.E_ct = Ec_exp #concrete elastic modulus in the tensile linear-elastic range
paramTS.E_s = Es_exp
"""Fctm: mean tensile strength [Pa][+] (according to
ACI 318-14 R14.3.2.1 )
"""
return 5.0*self.getLambdaSqrtFck()
# ACI concretes
A36M= ACIConcrete(concreteName="A36M",fck=-20e6,gammaC=1.667) #????
c3000= ACIConcrete(concreteName="C3000",fck=-3000*toPascal,gammaC=1.667)
c3500= ACIConcrete(concreteName="C3500",fck=-3500*toPascal,gammaC=1.667)
c4000= ACIConcrete(concreteName="C4000",fck=-4000*toPascal,gammaC=1.667)
# Reinforcing steel.
A615G60= concrete_base.ReinforcingSteel(steelName="A615G60", fyk=415e6, emax=0.08,gammaS=1.15)
A706G60= concrete_base.ReinforcingSteel(steelName="A706G60", fyk=415e6, emax=0.08,gammaS=1.15)
#Bar areas in square meters.
num2Area= 32e-6
num3Area= 71e-6
num4Area= 129e-6
num5Area= 200e-6
num6Area= 284e-6
num7Area= 387e-6
num8Area= 509e-6
num9Area= 645e-6
num10Area= 819e-6
num11Area= 1006e-6
C60= EC2Concrete("C60-75",-60e6,1.5)
C70= EC2Concrete("C70-85",-70e6,1.5)
C80= EC2Concrete("C80-95",-80e6,1.5)
C90= EC2Concrete("C90-105",-90e6,1.5)
concrOfName={"C12-15":C12,"C16-20":C16,"C20-25":C20,"C25-30":C25,"C30-37":C30,"C35-45":C35,"C40-50":C40,"C45-55":C45,"C50-60":C50,"C55-67":C55,"C60-75":C60,"C70-85":C70,"C80-95":C80,"C90-105":C90}
# EC2 reinforcing steel.
#
# steelName: Name identifying the material.
# fyk: characteristic value of the yield strength.
# emax: maximum strain in tension
# gammaS: partial factor for material.
# k: fmaxk/fyk ratio
S400A= concrete_base.ReinforcingSteel(steelName="S400A", fyk=400e6, emax=0.025,gammaS=1.15,k=1.05)
S400B= concrete_base.ReinforcingSteel(steelName="S400B", fyk=400e6, emax=0.05,gammaS=1.15,k=1.08)
S400C= concrete_base.ReinforcingSteel(steelName="S400C", fyk=400e6, emax=0.075,gammaS=1.15,k=1.15)
S450A= concrete_base.ReinforcingSteel(steelName="S450A", fyk=450e6, emax=0.025,gammaS=1.15,k=1.05)
S450B= concrete_base.ReinforcingSteel(steelName="S450B", fyk=450e6, emax=0.05,gammaS=1.15,k=1.08)
S450C= concrete_base.ReinforcingSteel(steelName="S450C", fyk=450e6, emax=0.075,gammaS=1.15,k=1.15)
S500A= concrete_base.ReinforcingSteel(steelName="S500A", fyk=500e6, emax=0.025,gammaS=1.15,k=1.05)
S500B= concrete_base.ReinforcingSteel(steelName="S500B", fyk=500e6, emax=0.05,gammaS=1.15,k=1.08)
S500C= concrete_base.ReinforcingSteel(steelName="S500C", fyk=500e6, emax=0.075,gammaS=1.15,k=1.15)
S550A= concrete_base.ReinforcingSteel(steelName="S550A", fyk=550e6, emax=0.025,gammaS=1.15,k=1.05)
S550B= concrete_base.ReinforcingSteel(steelName="S550B", fyk=550e6, emax=0.05,gammaS=1.15,k=1.08)
S550C= concrete_base.ReinforcingSteel(steelName="S550C", fyk=550e6, emax=0.075,gammaS=1.15,k=1.15)
ACI 318-14 R14.3.2.1 )
"""
return 5.0 * self.getLambdaSqrtFck()
# ACI concretes
A36M = ACIConcrete(concreteName="A36M", fck=-20e6, gammaC=1.667) #????
c3000 = ACIConcrete(concreteName="C3000", fck=-3000 * toPascal, gammaC=1.667)
c3500 = ACIConcrete(concreteName="C3500", fck=-3500 * toPascal, gammaC=1.667)
c4000 = ACIConcrete(concreteName="C4000", fck=-4000 * toPascal, gammaC=1.667)
# Reinforcing steel.
A615G60 = concrete_base.ReinforcingSteel(steelName="A615G60",
fyk=415e6,
emax=0.08,
gammaS=1.15)
A706G60 = concrete_base.ReinforcingSteel(steelName="A706G60",
fyk=415e6,
emax=0.08,
gammaS=1.15)
# A108 and A29 material properties per AWS D1.1, 2006, Table 7.1, TypeB
A108 = concrete_base.ReinforcingSteel(steelName="A108",
fyk=351.63276e6,
emax=0.08,
gammaS=1.15,
k=65.0 / 51)
A29 = concrete_base.ReinforcingSteel(steelName="A29",
fyk=351.63276e6,
emax=0.08,
gammaS=1.15,
# Aciers SIA (tableau 5 SIA-262: propriétés de l'acier d'armature passive)
# Valeurs de calcul selon le tableau 9, chiffre 4.2 de SIA-262
# acier B500A: fsk=500MPa,, k=ftk/fsk>=1,05,, epsuk>=2,5%
# fsd=435MPa,, ks=1,05,, epsud=2,0%
# acier B500B: fsk=500MPa,, k=ftk/fsk>=1,08,, epsuk>=5,0%
# fsd=435MPa,, ks=1,08,, epsud=4,5%
#
# steelName: Name identifying the material.
# fyk: Characteristic value of the yield strength.
# emax: maximum strain in tension
# gammaS: Partial factor for material.
# k: fmaxk/fyk ratio
B500A = concrete_base.ReinforcingSteel(steelName='B500A',
fyk=500e6,
emax=0.02,
gammaS=500 / 435.0,
k=1.05)
B500B = concrete_base.ReinforcingSteel(steelName='B500B',
fyk=500e6,
emax=0.045,
gammaS=500 / 435.0,
k=1.08)
B500C = concrete_base.ReinforcingSteel(steelName='B500C',
fyk=500e6,
emax=0.065,
gammaS=500 / 435.0,
k=1.15)
B700B = concrete_base.ReinforcingSteel(steelName='B700B',
fyk=700e6,
emax=0.045,
